CN105354394B - A kind of Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization - Google Patents
A kind of Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization Download PDFInfo
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Abstract
The invention belongs to dam dam abutment slope technical fields, it is related to a kind of Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization, by improvement to existing method and abundant, in conjunction with the secondary exploitation technology of Civil 3D, so that Arch Dam Abutment stability of slope calculating process is intuitively controllable, result of calculation is precisely reliable, practical closer to engineering, avoids the security risk of engineering design to a greater extent.And three-dimensional visualization exploitation can be carried out by platform of computer, calculating process element realizes visualization, templating, automation.The judgment method is convenient and efficient, as a result high efficient and reliable, technologically advanced.The truth of more accurate Arch Dam Abutment stability of slope, is more conducive to the safe and efficient property for improving engineering design.
Description
Technical field
The invention belongs to dam dam abutment slope technical fields, are mainly concerned with a kind of Arch Dam Abutment based on three-dimensional visualization
Stability of slope meter method.
Background technology
Arch Dam Abutment slope stability analysis is as a groundwork content in arch dam design, traditional judgment method
The relatively independent wedge block of formation is mutually cut in external load (arch dam arch by several structural planes by analyzing in dam-shoulder mountain
End thrust, water ballast(ing), the dead weight of rock (block) body etc.) state of limit equilibrium under effect carries out, due to traditional judgment method
In that there is amounts of calculation is big, computational efficiency is low, simultaneously because the limitation of conventional two-dimensional work so that can not be intuitively accurate
Grasp the relative position relation between the specific form feature and arch abutment and potential sliding block of sliding surface, therefore, results of calculation
There is the Probability maximum of rudimentary mistake, the result of calculating is often also not ideal enough.
For these reasons, the requirement with the progress of science and technology and modern project for engineering design efficiency, is opened
It sends out arch dam abutment stability three-dimensional visualization computing system a kind of, passes through simple human-computer interaction and realize Arch Dam Abutment stability of slope meter
Point counting is analysed so that calculating process is intuitively controllable, and result of calculation is reliably precisely very necessary.
Invention content
The purpose of the present invention is overcoming the shortcomings of art methods, a kind of Arch Dam Abutment side slope of three-dimensional visualization is proposed
Stabilization judgment method.By improvement to existing algorithm and abundant, in conjunction with the secondary exploitation technology of Civil 3D so that arch dam
Dam abutment slope stability Calculation process is intuitively controllable, and result of calculation is precisely reliable, practical closer to engineering, avoids work to a greater extent
The security risk of journey design.
For this purpose, the present invention provides a kind of Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization, including such as
Lower step：
(1) basic modeling data and calculating chart are collected, wherein basic modeling data includes the geology money provided from geology
Mountain relief line, the basic shape parameter of arch dam, bottom sliding surface tendency and inclination angle, slip plane tendency and inclination angle are extracted in material；Meter
Calculation data includes arch dam thrust at springer, water levels of upstream and downstream, seismologic parameter coefficient and including normal pool level, heavy rain situation, temperature
The calculating operating mode of heating drop situation；
(2) the form line parameter data being collected into according to step (1) establishes mountain relief using discrete smooth interpolation method
Face, in conjunction with Civil 3D Software Create threedimensional models；
(3) the basic shape parameter data of bottom sliding surface, slip plane, arch dam that is collected into of step (1) is utilized, using discrete smooth
Interpolation method establishes accurately sliding surface space structure face and the basic build of arch dam, and combines the three-dimensional generated in step (2)
Model forms three-dimensional Block Model using the structural plane segmentation combination of foundation；
(4) upstream water level and upstream being collected into according to step (1) draw crack surface form, calculate upstream face hydrostatic pressing
Power；According to the spatial shape of the three-dimensional Block Model formed in water levels of upstream and downstream and step (3), bottom sliding surface osmotic pressure zero is determined
Position, to calculate accurate bottom surface osmotic pressure；It is relatively corresponding higher according to water levels of upstream and downstream and slip plane tendency and inclination angle
The size of journey three times arch abutment and trace overall length calculates slip plane osmotic pressure；
(5) accurate bottom sliding surface area, side are calculated by mapping according to the three-dimensional Block Model formed in step (3)
Sliding surface area, block volume, block weight, according between arch dam and three-dimensional block relative position relation and arch dam arch abutment push away
Force parameter data obtains acting on the thrust at springer on block and the dead weight of arch dam dam body；
(6) vector property for considering power, adds up each load decomposition in above-mentioned steps (4) and step (5) and respectively
Calculate X, Y, in Z-direction, calculate X, Y, Z-direction resultant force RX、RY、RZ；
(7) the sliding surface space structure face established according to step (3), is accurately calculated using the mathematical method of space vector
The outer method arrow of bottom sliding surface, slip plane, at the same calculate bottom sliding surface, slip plane intersection direction outer method arrow；
(8) according to the result of calculation in (2)-(7) step, the mathematical method calculated using space vector, it is contemplated that the arrow of power
Amount property, calculates separately out the pressure resultant force perpendicular to three-dimensional block bottom sliding surfacePressure perpendicular to three-dimensional bits side sliding surface is closed
PowerAnd act on Resulting thrust force on three-dimensional blockThen basisJudge that the sliding mode of three-dimensional block is single side
Sliding or two face sliding, and calculate it is corresponding in the case of shearing strength and Shear Strength, then judge the steady of block
It is qualitative.
Three-dimensional Block Model in above-mentioned steps (3) is formed in the following manner：Utilize the arch dams formed in step (2)
Body three-dimensional models form arch dam or so end phase section in conjunction with the tangent principle in space, which is that face is pulled open in upstream, according to
The parameter data of bottom sliding surface tendency and inclination angle, slip plane tendency and inclination angle that step (1) is collected into smooth is inserted using discrete
Value method establishes slip plane, bottom sliding surface, and on three face bases of formation, three are formed using the method for space three-sided cut combination
Tie up Block Model.
Upstream face hydrostatic pressure, bottom surface osmotic pressure in above-mentioned steps (4), slip plane osmotic pressure are calculated by the following formula
It arrives：
pwR=μ γWH
In formula:pwRHydrostatic pressure at-calculating point；Acting head at H-calculating point, by calculating water level and calculating point
Between height difference determine；μ-head coefficient, takes 0.9；γWThe severe of-water, general use should be according to reality for fully-loaded stream
Border situation determines.
In above-mentioned steps (8),It is calculated in the following manner,
If the outer method arrow in bottom sliding surface intersection direction isThe outer method in slip plane intersection direction is swearedSlip plane is slided the bottom of with
The intersection vector in face isThen have：
It obtains
In above-mentioned steps (8), according toJudge that the sliding mode of three-dimensional block is single side sliding or two face sliding, when
For negative value when orIt is slided for single side when less than slip plane osmotic pressure, is otherwise two face sliding.
If when considering geological process in shearing strength and Shear Strength calculating process in above-mentioned steps (8), earthquake
Inertia force is calculated using quasi-static model, and left bank sliding block Earthquake Inertia Force Acting is directed toward right bank, and right bank sliding block Earthquake Inertia Force Acting is directed toward left bank,
Calculation formula is as follows：
F=ahξαG/g
In formula：ahDesign seismic acceleration；ξ-earthquake load effects reduction coefficient, takes 0.25；α-dynamic distribution coefficient,
1.0 are taken without exception to rock mass.
Beneficial effects of the present invention：The present invention has carried out three-dimensional visualization exploitation, calculating process element realize visualization,
Templating, automation.The judgment method is convenient and efficient, as a result high efficient and reliable, technologically advanced.More accurate Arch Dam Abutment side slope is steady
Fixed truth is more conducive to the safe and efficient property for improving engineering design.
Description of the drawings
The present invention is described in further details below with reference to attached drawing.
Fig. 1 is the threedimensional model overall structure diagram of the present invention.
Fig. 2 is the threedimensional model schematic diagram of the present invention.
Fig. 3 is the computational element schematic three dimensional views of the present invention.
Description of the drawings：1- massifs；2- Arch Dams；3- blocks；4- pulls open face in upstream；5- slip planes；The bottoms 6- sliding surface；On 7-
Trip face water pressure；8- slip plane osmotic pressures；The bottoms 9- sliding surface osmotic pressure；10- dam bodys are conducted oneself with dignity
Specific implementation mode
The present invention relates to dam dam abutment slope technical fields, are mainly concerned with a kind of Arch Dam Abutment side slope of three-dimensional visualization
Stabilization judgment method is below in conjunction with the accompanying drawings described in further details the present invention：
Embodiment 1：
The Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization that the present embodiment provides a kind of, including walk as follows
Suddenly：
(1) basic modeling data and calculating chart are collected, wherein basic modeling data includes the geology money provided from geology
Mountain relief line, the basic shape parameter of arch dam, bottom sliding surface tendency and inclination angle, slip plane tendency and inclination angle are extracted in material；Meter
Calculation data includes arch dam thrust at springer, water levels of upstream and downstream, seismologic parameter coefficient and including normal pool level, heavy rain situation, temperature
The calculating operating mode of heating drop situation；
(2) the form line parameter data being collected into according to step (1) establishes mountain relief using discrete smooth interpolation method
Face, in conjunction with Civil 3D Software Creates threedimensional model 1；
(3) the basic shape parameter data of bottom sliding surface, slip plane, arch dam that is collected into of step (1) is utilized, using discrete smooth
Interpolation method establishes accurately sliding surface space structure face and the basic build 2 of arch dam, as shown in Figure 1.
Three-dimensional Block Model in the step is formed in the following manner：Utilize the arch dam dam body three formed in step (2)
Dimension module forms arch dam or so end phase section, which is that face 4 is pulled open in upstream, according to step in conjunction with the tangent principle in space
(1) parameter data of the bottom sliding surface tendency and inclination angle, slip plane tendency and inclination angle that are collected into, utilizes discrete smooth interpolation side
Method establishes slip plane, bottom sliding surface, and on three face bases of formation, three-dimensional bits are formed using the method for space three-sided cut combination
Body Model；
(4) upstream water level and upstream being collected into according to step (1) draw crack surface form, calculate upstream face hydrostatic pressing
Power；According to the spatial shape of the three-dimensional Block Model formed in water levels of upstream and downstream and step (3), bottom sliding surface osmotic pressure zero is determined
Position (being herein existing common method, do not illustrate), to calculate accurate bottom surface osmotic pressure；According to upper and lower swimming
Position and slip plane tendency and inclination angle, the size of relatively more corresponding elevation three times arch abutment and trace overall length, calculate slip plane osmotic pressure；
Upstream face hydrostatic pressure, bottom surface osmotic pressure in the step, slip plane osmotic pressure are calculated by the following formula to obtain：
pwR=μ γWH
In formula:pwRHydrostatic pressure at-calculating point；Acting head at H-calculating point, by calculating water level and calculating point
Between height difference determine；μ-head coefficient, takes 0.9；γWThe severe of-water, general use should be according to reality for fully-loaded stream
Border situation determines.
(5) accurate bottom sliding surface area, side are calculated by mapping according to the three-dimensional Block Model formed in step (3)
Sliding surface area, block volume, block weight, according between arch dam and three-dimensional block relative position relation and arch dam arch abutment push away
Force parameter data obtains acting on the thrust at springer on block and the dead weight of arch dam dam body；
(6) vector property for considering power, adds up each load decomposition in above-mentioned steps (4) and step (5) and respectively
Calculate X, Y, in Z-direction, calculate X, Y, Z-direction resultant force RX、RY、RZ；
(7) the sliding surface space structure face established according to step (3), utilizes the mathematical method combination computer of space vector
Technology accurately calculates the outer method arrow of bottom sliding surface, slip plane, at the same calculate bottom sliding surface, slip plane intersection direction outer method arrow；
(8) according to the result of calculation in (2)-(7) step, the mathematical method calculated using space vector, it is contemplated that the arrow of power
Amount property, calculates separately out the pressure resultant force perpendicular to three-dimensional block bottom sliding surfacePressure perpendicular to three-dimensional bits side sliding surface is closed
PowerAnd act on Resulting thrust force on three-dimensional blockThen basisJudge that the sliding mode of three-dimensional block is single side
Sliding or two face sliding, and calculate it is corresponding in the case of shearing strength and Shear Strength, then judge the steady of block
It is qualitative.
In above-mentioned steps (8),It is calculated in the following manner,
If the outer method arrow in bottom sliding surface intersection direction isThe outer method in slip plane intersection direction is swearedSlip plane is slided the bottom of with
The intersection vector in face isThen have：
It obtains
According toJudge that the sliding mode of three-dimensional block is single side sliding or two face sliding, whenFor negative value when orIt is slided for single side when less than slip plane osmotic pressure, is otherwise two face sliding.Then according to《Arched concrete dam design specification》(SL
282-2003) and《Arched concrete dam design specification》Computational methods as defined in (DL-T 5346-2006), are calculated using above-mentioned
Block stability calculating is carried out to stress, concrete operation step is as follows：
When being judged as two face sliding：
Shearing strength：
Shear Strength：
When being judged as single side sliding, it is specific as follows to calculate step：
A, first choice calculates slip plane osmotic pressure U according to the mathematical method of space vectorSideComponent in tri- directions X, Y, Z
UX、UY、UZ；
B, the angle of resultant force and bottom sliding surface is acquired：
C, according to Rx、RyAnd RzAcquire resultant force：
D, normal force R is acquirednWith tangential force Rt：
Rn=R × cos θ
Rt=R × sin θ
Then have, shearing strength：
Shear Strength：
In formula, γd1、γd2、γm1f、γm2fThe related coefficient respectively looked into from specification, fa、fb、C1、C2Respectively
The Mechanics Parameters of Rock Mass known, F are Earthquake Inertia Force Acting.
When for two face sliding, the K values and K that acquireCValue meets specification regulation or then judges when meeting formula (2), formula (4)
Block is to stablize, the K values and K acquired when being slided for single sideCValue meets specification regulation or then sentences when meeting formula (6), formula (8)
Fault blocks are to stablize.
It is involved in the present invention to the mathematical method of space vector calculate to obtain the methods of vector and discrete smooth interpolation method
Technology is algorithm known, and this will not be detailed here for calculating process.
Embodiment 2：
The present embodiment is further improved on the basis of embodiment 1, it is contemplated that geological process can be to the stabilization of block
It impacts, so just must take into account the effect of earthquake in some cases, the step is omitted when without the concern for geological process.
If when considering geological process in shearing strength and Shear Strength calculating process in above-mentioned steps (8), Earthquake Inertia Force Acting is adopted
It is calculated with quasi-static model, left bank sliding block Earthquake Inertia Force Acting is directed toward right bank, and right bank sliding block Earthquake Inertia Force Acting is directed toward left bank, calculation formula
It is as follows：
F=ahξαG/g
In formula：ahDesign seismic acceleration；ξ-earthquake load effects reduction coefficient, takes 0.25；α-dynamic distribution coefficient,
1.0 are taken without exception to rock mass.
After geological process, the calculating of shearing strength and Shear Strength is as follows
When being judged as two face sliding：
Shearing strength：
Shear Strength：
When being judged as single side sliding, it is specific as follows to calculate step：
A, it is preferred according to the mathematical method of space vector calculate the slip plane sides osmotic pressure U tri- directions X, Y, Z component
UX、UY、UZ；
B, the angle of resultant force and bottom sliding surface is acquired：
C, according to Rx、RyAnd RzAcquire resultant force：
D, normal force R is acquirednWith tangential force Rt：
Rn=R × cos θ
Rt=R × sin θ
Then have, shearing strength：
Shear Strength：
In formula, γd1、γd2、γm1f、γm2fThe related coefficient respectively looked into from specification, fa、fb、C1、C2Respectively
The Mechanics Parameters of Rock Mass known, F are Earthquake Inertia Force Acting.
When for two face sliding, the K values and K that acquireCValue meets specification regulation or then judges when meeting formula (2), formula (4)
Block is to stablize, the K values and K that single side acquires when slidingCThen decision block when value meets specification regulation or meets formula (6), formula (8)
Body is to stablize.
Embodiment 3：
This Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization technique that above two embodiment provides,
It is carried out in combination with computer, three-dimensional visualization exploitation can have been carried out by platform of computer, calculating process element is realized
Visualization, templating, automation, process are as follows：
(1) as shown in Figure 1, according to geology form line is collected into, massif three-dimensional mould is established using discrete smooth interpolation method
Type 1；By the parameter data of arch dam dam body, its 3-D geometric model is constructed in conjunction with three-dimensional spatial information, and utilize Civil 3D
Computer software generates the basic body structure of dam body 2；
(2) as shown in Fig. 2, using the arch dams body three-dimensional models formed in step (1), using the tangent principle in space,
Form arch dam or so end phase section, which is that face 4 is pulled open in upstream, according to the bottom sliding surface tendency being collected into and inclination angle,
Slip plane is inclined to and the parameter data at inclination angle, slip plane 5, bottom sliding surface 6 is established using discrete smooth interpolation method, in formation
On three faces basis, three-dimensional Block Model 3 is formed using the method that space three-sided cut combines；
(3) as shown in figure 3, calculating hydrostatic and seepage pressure：A, crack surface form, root are drawn according to upstream water level and upstream
Upstream face hydraulic thrust is calculated according to hydrostatic pressure formula and combines Civil 3D Software Create upstream face water pressure three-dimensional visualizations
Model 7；B, it according to water levels of upstream and downstream and slip plane form, is calculated according to hydrostatic pressure formula and relevant industries criterion vertical
Directly in slip plane hydrostatic pressure USideAnd combine Civil 3D Software Create slip plane water pressures three-dimensional visualization model 8；C, basis
The basic parameters such as water levels of upstream and downstream determine the position of bottom sliding surface osmotic pressure zero, when the level of tail water cuts outlet elevation higher than block,
Consider by downstream water head, determine accurate bottom surface osmotic pressure range, is calculated according to hydrostatic pressure formula and relevant industries criterion
Go out perpendicular to bottom sliding surface hydrostatic pressure UBottomAnd combine Civil 3D Software Creates bottom sliding surface water pressure three-dimensional visualization model 9；On
It states the hydrostatic being related to and osmotic pressure pressure is calculated as follows：
pwR=γWH
In formula:pwRHydrostatic pressure at-calculating point；Acting head at H-calculating point is by calculating water level and calculating point
Between height difference determine；γWThe severe of-water, general use should be determines according to actual conditions for fully-loaded stream.Wherein, it acts on
Head need to be multiplied by acting head coefficient, generally take 0.9, user inputs in interface.
(4) Earthquake Inertia Force Acting is calculated as needed, the selection calculating when needing to calculate geological process, without the concern for ground
The step is omitted when shake acts on；Earthquake Inertia Force Acting is calculated using quasi-static model, and left bank sliding block Earthquake Inertia Force Acting is directed toward right bank, and right bank is slided
Block Earthquake Inertia Force Acting is directed toward left bank, and calculation formula is as follows：
F=ahξαG/g
In formula：ahDesign seismic acceleration；ξ-earthquake load effects reduction coefficient, takes 0.25；α-dynamic distribution coefficient,
1.0 are taken without exception to rock mass.
(5) accurate bottom sliding surface area A is calculated according to the three-dimensional Block Model formed in step (2)Bottom, slip plane face
Product ASide, block volume, block weight, and combine the arch dams body three-dimensional models formed in step (1) determination act on block it
On dam body range, the dam body for obtaining the part conduct oneself with dignity and combine Civil 3D Software Create dam bodys conduct oneself with dignity three-dimensional visualization mould
Type 10；
(6) (including upstream face hydraulic thrust, Earthquake Inertia Force Acting, the block of the single load in above-mentioned steps (3)~step (5)
Dead weight, dam body dead weight) calculate finish after, it is contemplated that X, Y, Z-direction load are carried out accumulation calculating by the vector property of power respectively, meter
The resultant force R of calculating X, Y, Z-directionX、RY、RZ；
(7) according to the structural plane spatial position established in step (2), bottom is calculated using the mathematic calculation of space vector
The outer method arrow of sliding surface, slip plane, at the same calculate bottom sliding surface, slip plane intersection direction outer method arrow；Outer method arrow refers to bottom sliding surface, side
Sliding surface is directed toward the normal vector outside block.If bottom sliding surface isSlip plane isThe intersection vector of slip plane and bottom sliding surface isThen have：
(8) the corresponding resultant force of each direction vector, the conjunction that Rock mass of dam abutment is acted on are calculated separately out according to above-mentioned result of calculation
Power is decomposed into perpendicular to bottom sliding surface, perpendicular to slip plane andThe power in intersection direction.These three power are respectively
It acquires according to the following formula.
(9) according to resultant force calculate as a result, judge block sliding be single side slide or two face sliding, whenFor negative value orWhen less than side osmotic pressure, for single side slide, be otherwise two face sliding, then according to《Arched concrete dam design specification》(SL
282-2003) and《Arched concrete dam design specification》Computational methods as defined in (DL-T 5346-2006), are calculated using above-mentioned
Block stability calculating is carried out to stress, concrete operation step is as follows：
When being judged as two face sliding：
Shearing strength：
Shear Strength：
When being judged as single side sliding, it is specific as follows to calculate step：
A, first choice calculates slip plane osmotic pressure U according to the mathematical method of space vectorSideComponent in tri- directions X, Y, Z
UX、UY、UZ；
B, the angle of resultant force and bottom sliding surface is acquired：
C, according to Rx、RyAnd RzAcquire resultant force：
D, normal force R is acquirednWith tangential force Rt：
Rn=R × cos θ
Rt=R × sin θ
Then have, shearing strength：
Shear Strength：
In formula, γd1、γd2、γm1f、γm2fThe related coefficient respectively looked into from specification, fa、fb、C1、C2Respectively
The Mechanics Parameters of Rock Mass known, F are Earthquake Inertia Force Acting.
When for two face sliding, the K values and K that acquireCValue meets specification regulation or then judges when meeting formula (2), formula (4)
Block is to stablize, the K values and K that single side acquires when slidingCThen decision block when value meets specification regulation or meets formula (6), formula (8)
Body is to stablize.
Since the present embodiment has carried out three-dimensional visualization exploitation by platform of computer, calculating process element realizes visually
Change, templating, automation.The judgment method is convenient and efficient, as a result high efficient and reliable, technologically advanced.More accurate Arch Dam Abutment side
The truth that slope is stablized is more conducive to the safe and efficient property for improving engineering design.
The foregoing examples are only illustrative of the present invention, does not constitute the limitation to protection scope of the present invention, all
Be with the present invention it is same or analogous design all belong to the scope of protection of the present invention within.
Claims (4)
1. a kind of Arch Dam Abutment stability of slope judgment method based on three-dimensional visualization, it is characterised in that：Include the following steps：
（1）Basic modeling data and calculating chart are collected, wherein basic modeling data includes from the geologic information that geology provides
Extract mountain relief line, the basic shape parameter of arch dam, bottom sliding surface tendency and inclination angle, slip plane tendency and inclination angle；Calculate money
Material includes arch dam thrust at springer, water levels of upstream and downstream, seismologic parameter coefficient and heats up including normal pool level, heavy rain situation, temperature
The calculating operating mode of situation drops；
（2）According to step（1）The form line parameter data being collected into establishes mountain relief face using discrete smooth interpolation method,
In conjunction with Civil 3D Software Create threedimensional models；
（3）Utilize step（1）The basic shape parameter data of bottom sliding surface, slip plane, arch dam being collected into, utilizes discrete smooth interpolation
Method establishes accurately sliding surface space structure face and the basic build of arch dam, and combines step（2）The threedimensional model of middle generation,
Three-dimensional Block Model is formed using the structural plane segmentation combination of foundation；
（4）According to step（1）Crack surface form is drawn in the upstream water level being collected into and upstream, calculates upstream face hydrostatic pressure；Root
According to water levels of upstream and downstream and step（3）The spatial shape of the three-dimensional Block Model of middle formation determines the position of bottom sliding surface osmotic pressure zero
It sets, to calculate accurate bottom surface osmotic pressure；According to water levels of upstream and downstream and slip plane tendency and inclination angle, elevation three is relatively corresponded to
The size of times arch abutment and trace overall length, calculates slip plane osmotic pressure；
（5）According to step（3）Accurate bottom sliding surface area, slip plane is calculated by mapping in the three-dimensional Block Model of middle formation
Area, block volume, block weight, according to the relative position relation and arch dam thrust at springer ginseng between arch dam and three-dimensional block
Number data obtains acting on the thrust at springer on block and the dead weight of arch dam dam body；
（6）In view of the vector property of power, by above-mentioned steps（4）And step（5）In each load decomposition and respectively accumulation calculating
Onto X, Y, Z-direction, calculate X, Y, Z-direction resultant force RX、RY、RZ；
（7）According to step（3）The sliding surface space structure face of foundation accurately calculates bottom using the mathematical method of space vector and slides
Face, the outer method arrow of slip plane, at the same calculate bottom sliding surface, slip plane intersection direction outer method arrow；
（8）According to（2）-（7）Result of calculation in step, the mathematical method calculated using space vector, it is contemplated that the vector property of power,
Calculate separately out the pressure resultant force perpendicular to three-dimensional block bottom sliding surface, perpendicular to the pressure resultant force of three-dimensional bits side sliding surface
And act on Resulting thrust force on three-dimensional block, then basisJudge that the sliding mode of three-dimensional block is single side sliding
Or two face sliding, and calculate it is corresponding in the case of shearing strength and Shear Strength, then judge the stability of block；
The step（8）In,、、It is calculated in the following manner,
If the outer method arrow in bottom sliding surface intersection direction is, the outer method in slip plane intersection direction, which is sweared, is, the friendship of slip plane and bottom sliding surface
Line vector is, then have：=×,
According to× i + × i +× i = x
× j +× j+× j= y
× z + × z +× z = z
It obtains、、, in formula i 、 j 、 z The respectively outer method arrow in bottom sliding surface intersection directionI, j, z to component； i 、 j、 z The respectively outer method arrow in slip plane intersection directionI, j, z to component, i 、 j、 z Respectively slip plane and bottom
I, j, z of the unit intersection vector of sliding surface are to component；
The step（8）In, according toJudge that the sliding mode of three-dimensional block is single side sliding or two face sliding, whenFor
When negative value orIt is slided for single side when less than slip plane osmotic pressure, is otherwise two face sliding.
2. Arch Dam Abutment stability of slope judgment method as described in claim 1, it is characterised in that：The step（3）In
Three-dimensional Block Model is formed in the following manner：Utilize step（2）The arch dams body three-dimensional models of middle formation, it is tangent in conjunction with space
Principle, form arch dam or so end phase section, which is that face is pulled open in upstream, according to step（1）The bottom sliding surface being collected into inclines
To and inclination angle, slip plane tendency and inclination angle parameter data, using discrete smooth interpolation method establish slip plane, bottom slide
Face forms three-dimensional Block Model on three face bases of formation using the method that space three-sided cut combines.
3. Arch Dam Abutment stability of slope judgment method as described in claim 1, it is characterised in that：The step（4）In
Upstream face hydrostatic pressure, bottom surface osmotic pressure, slip plane osmotic pressure are calculated by the following formula to obtain：
In formula:Hydrostatic pressure at-calculating point；Acting head at-calculating point, by calculating water level and calculating point
Between height difference determine；- head coefficient, takes 0.9；The severe of-water generally uses 9.81kN/m3, for fully-loaded stream
It should determines according to actual conditions.
4. Arch Dam Abutment stability of slope judgment method as described in claim 1, it is characterised in that：The shearing strength and anti-
In shearing strength calculating process if when considering geological process, Earthquake Inertia Force Acting is calculated using quasi-static model, left bank sliding block
It shakes inertia force and is directed toward right bank, right bank sliding block Earthquake Inertia Force Acting is directed toward left bank, and calculation formula is as follows：
In formula：Design seismic acceleration；Earthquake load effects reduction coefficient, takes 0.25；Dynamic distribution coefficient, it is right
Rock mass takes 1.0 without exception.
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| CN106296110A (en) * | 2016-07-29 | 2017-01-04 | 深圳朝伟达科技有限公司 | Rock side slope interactive mode stablizes the display packing of display system |
| CN106291744A (en) * | 2016-07-29 | 2017-01-04 | 深圳朝伟达科技有限公司 | Rock side slope estimates interactive stability display system |
| CN106844963B (en) * | 2017-01-20 | 2019-08-09 | 中国水利水电科学研究院 | Excavation simulation extremely runs the arch dam three-dimensional grid model automatic division method of overall process |
| CN106971422B (en) * | 2017-03-31 | 2020-03-13 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for compiling stability analysis model of arch dam abutment based on CATIA |
| CN107152039B (en) * | 2017-04-26 | 2020-06-26 | 中国电建集团西北勘测设计研究院有限公司 | Two-dimensional pseudo-static method simplified judgment method under liquefaction condition of earth and rockfill dam foundation |
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| CN113496087B (en) * | 2021-07-14 | 2022-01-28 | 中国有色金属工业昆明勘察设计研究院有限公司 | Method for obtaining optimal body type parameters of carbonate rock crack side slope retaining wall |
| CN115146565B (en) * | 2022-09-02 | 2022-11-25 | 浙江远算科技有限公司 | Hyperbolic arch dam foundation seepage evaluation method and system based on cohesion algorithm |
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